三峽大學洪水調(diào)節(jié)課程設(shè)計

1、土木水電學院洪水調(diào)節(jié)課程設(shè)計姓名：*學號：*指導老師：*班級：洪水調(diào)節(jié)課程設(shè)計1班目錄一、設(shè)計說明2二、計算過程2(一)設(shè)計洪水的計算2(二)校核洪水的計算8三、調(diào)洪計算結(jié)果及分析15(一)調(diào)洪計算成果表15(二)成果分析及結(jié)論15四、參考文獻15洪水調(diào)節(jié)課程設(shè)計一、設(shè)計說明由洪水調(diào)節(jié)課程設(shè)計任務(wù)書中提供的材料可知，該水利樞紐工程工程等別為，工程規(guī)模為中型，故采用100年一遇(1%)洪水進行設(shè)計，1000年一遇(0.1%)洪水進行校核。防洪限制水位為Z0=524.04m。二、計算過程根據(jù)高程庫容關(guān)系表(表一)繪出水利樞紐ZV關(guān)系曲線(圖一)如下。表一：高程(m)4504604704804905

2、00505庫容(104m)018113.5359.3837.21573.62043.2高程(m)510515520525530530540庫容(104m)2583.33201.33895.74683.85593.966707842.6(一)設(shè)計洪水的計算A、試算法1、計算并繪制q-V曲線根據(jù)堰頂溢流公式：(1)其中b=8m，e=0.92，m=0.48，g=9.81，H0=Z-519，在設(shè)計洪水下n=2。將Z=519，540中的每個整數(shù)帶入公式計算出所對應(yīng)的q值，填入表二如下。表二：Z(m)519520521522523524525526527528529q(m/s)031.388.52162.

3、62250.37349.91459.97579.62708.16845.01989.69Z(m)530531532533534535536537538539540q(m/s)1141.791300.981466.941639.421818.172002.992193.672390.052591.962799.263011.81由表二中的數(shù)據(jù)可繪制水庫q=f(Z)曲線如圖二。由圖二和圖一可繪制水庫q=f(V)關(guān)系曲線如圖三。2、調(diào)洪計算求qt過程和Zt過程由起調(diào)水位Z限=524.04m可從圖二中查得需要調(diào)節(jié)的起始流量為q0=354.12m/s，因在前兩小時內(nèi)q均小于q0，故q=Q。從第三小時開始

4、調(diào)洪，取t=1h=3600s。根據(jù)水量平衡方程(2)結(jié)合水庫q=f(V)關(guān)系曲線逐時段對設(shè)計洪水進行試算，計算結(jié)果如表三所示。表三：水庫設(shè)計洪水(1%)調(diào)洪計算表時間入庫洪水流量時段平均入庫流量時段入庫水量下泄流量時段平均下泄流量時段下泄水量時段水量變化水庫存水容量水庫水位t(h)Q(m/s)Q均(m/s)Q均t(萬m)q(m/s)q均(m/s)q均t(萬m)V(萬m)V(萬m)Z(m)(1)(2)(3)(4)(5)(6)(7)(8)(9)(10)03535.004652.28524.80115.5041.58115.5041.580.001196196.004652.28524.80360.

5、00129.60321.79115.8413.762524447.574666.04524.89625.50225.18468.31168.5956.593727489.064722.62525.21973.50350.46546.62196.78153.6841220604.194876.30526.061305.00469.80687.46247.49222.3151390770.745098.62527.281340.00482.40838.38301.82180.5861290906.035279.20528.271240.00446.40945.71340.45105.9571190

6、985.395385.14528.851021.50367.74989.69356.2911.458853993.985396.60528.92750.00270.00964.99347.39-77.399647935.995319.20528.49565.00203.40891.91321.09-117.6910483847.835201.51527.84460.00165.60801.74288.63-123.0311437755.665078.49527.17417.50150.30715.48257.57-107.2712398675.304971.22526.58373.00134.

7、28639.37230.17-95.8913348603.454875.32526.05321.00115.56569.89205.16-89.6014294536.334785.72525.56288.50103.86506.88182.48-78.6215283477.444707.11525.13273.0098.28397.76143.19-44.9116263318.084662.19524.86254.0091.44281.54101.35-9.9117245245.004652.28524.80234.5084.42234.5084.420.0018224224.004652.2

8、8524.80214.0077.04214.0077.040.0019204204.004652.28524.80193.5069.66193.5069.660.0020183183.004652.28524.80177.0063.72177.0063.720.0021171171.004652.28524.80162.5058.50162.5058.500.0022154154.004652.28524.80149.0053.64149.0053.640.0023144144.004652.28524.80139.5050.22139.5050.220.0024135135.004652.2

9、8524.80在表三中， t=17h后水庫水位將小于防洪限制水位524.8m，所以不須再進行調(diào)洪，只須操作閘門將庫水位控制在防洪限制水位即可。3、繪制調(diào)洪曲線利用表三中第(1)、(2)、(5)三欄的數(shù)據(jù)繪制成Qt，qt關(guān)系曲線，如圖四所示。然后利用表三中(1)、(10)兩欄數(shù)據(jù)繪成Zt關(guān)系曲線，如圖五所示。查圖四與圖五可知，最大下泄流量qm發(fā)生在t=7.6h時刻，正好是qt曲線與Qt曲線的交點，即為所求，qm=995m/s， Zm=528.92m。B、半圖解法1、計算并繪制單輔助線計算中V取溢洪道堰頂以上庫容，計算時段取t=1h。計算過程見表四。表四：水庫設(shè)計洪水q=f()單輔助曲線計算表(P

10、=1%)水庫水位Z總庫容V總堰頂以上庫容VV/tqq/2(萬m)(萬m)(萬m)(m/s)(m/s)(m/s)(m/s)(1)(2)(3)(4)(5)(6)(7)5193756.82 0.00 0.00 0.00 0.00 0.00 5203895.70 138.88 385.78 31.30 15.65 401.43 5214053.32 296.50 823.61 88.52 44.26 867.87 5224210.94 454.12 1261.44 162.62 81.31 1342.76 5234368.56 611.74 1699.28 250.37 125.19 1824.46

11、5244526.18 769.36 2137.11 349.91 174.95 2312.06 5254683.80 926.98 2574.94 459.97 229.98 2804.93 5264865.82 1109.00 3080.56 579.62 289.81 3370.37 5275047.84 1291.02 3586.17 708.16 354.08 3940.25 5285229.86 1473.04 4091.78 845.01 422.51 4514.28 5295411.88 1655.06 4597.39 989.69 494.84 5092.23 5305593.

12、90 1837.08 5103.00 1141.79 570.90 5673.90 5315809.12 2052.30 5700.83 1300.98 650.49 6351.32 5326024.34 2267.52 6298.67 1466.94 733.47 7032.14 5336239.56 2482.74 6896.50 1639.42 819.71 7716.21 5346454.78 2697.96 7494.33 1818.17 909.09 8403.42 5356670.00 2913.18 8092.17 2002.99 1001.49 9093.66 5366904

13、.52 3147.70 8743.61 2193.67 1096.84 9840.45 5377139.04 3382.22 9395.06 2390.05 1195.03 10590.08 5387373.56 3616.74 10046.50 2591.96 1295.98 11342.48 5397608.08 3851.26 10697.94 2799.26 1399.63 12097.58 5407842.60 4085.78 11349.39 3011.81 1505.90 12855.29 利用表四中第(5)、(7)兩欄相應(yīng)的數(shù)據(jù)繪制成單輔助線如圖六所示。2、調(diào)洪計算求qt過程和

14、Zt過程調(diào)洪的起始條件與試算法相同，計算過程見表五。表五：某水庫半圖解法調(diào)洪計算表(P=1%)時間t入庫流量Q時段平均入庫流量qZ(h)(m/s)(m/s)(m/s)(m/s)m(1)(2)(3)(4)(5)(6)035431.5935.00524.80115.501196431.59196.00524.80360.0025242750.00447.57524.89625.5037272927.93486.00525.19973.50412203415.43588.00525.941305.00513904132.43754.00527.161340.00612904718.43896.005

15、28.201240.00711905062.43986.00528.861021.5088535097.93992.00528.90750.0096474855.93930.00528.45565.00104834490.93841.00527.79460.00114374109.93748.00527.11417.50123983779.43673.00526.56373.00133483479.43604.00526.06321.00142943196.43544.00525.62288.50152832940.93487.00525.20273.00162632726.93442.005

16、24.87254.0017245245.00524.80234.5018224224.00524.80214.0019204204.00524.80193.5020183183.00524.80177.0021171171.00524.80162.5022154154.00524.80149.0023144144.00524.80139.5024135135.00524.80在表五中，t=17h后庫水位將于洪限制水位524.8m，所以不需再進行調(diào)洪，只需操作閘門將庫水位控制在防洪限制水位即可。3、繪制調(diào)洪曲線利用表五中第(1)、(2)、(5)三欄相應(yīng)的數(shù)據(jù)繪制成Qt，qt關(guān)系曲線，如圖七所示。

17、然后利用第(1)、(6)欄相應(yīng)的數(shù)據(jù)繪制成Zt關(guān)系曲線，如圖八所示。查圖七與圖八可知，最大下泄流量qm發(fā)生在t=7.6h時刻，正好是qt曲線與Qt曲線的交即為所求。Qm=993m/s，Zm=528.91m。(二)校核洪水的計算A、試算法1、計算并繪制q-V曲線根據(jù)堰頂溢流公式：(1)其中b=8m，=0.92，m=0.48，g=9.81，H0=Z-519，在校核洪水下n=3。將Z=519，540中的每個整數(shù)帶入公式計算出所對應(yīng)的q值，填入表六如下。表六：Z(m)519520521522523524525526527528529q(m/s)046.95132.78243.93375.56524.8

18、6689.95869.431062.251267.521484.53Z(m)530531532533534535536537538539540q(m/s)1712.691951.472200.422459.132727.263004.483290.513585.083887.954198.894517.71由表六中的數(shù)據(jù)可繪制水庫q=f(Z)曲線如圖九。由圖九和圖一可繪制水庫q=f(V)關(guān)系曲線如圖十。2、調(diào)洪計算求qt過程和Zt過程由起調(diào)水位Z限=524.8m可從圖九中查得需要調(diào)節(jié)的起始流量為q0=655.74m/s，因在前兩小時內(nèi)q均小于q0，故q=Q。從第三小時開始調(diào)洪，取t=1h=36

19、00s。根據(jù)水量平衡方程(2)結(jié)合水庫q=f(V)關(guān)系曲線逐時段對校核洪水進行試算，計算結(jié)果如表七所示。表七：水庫校核洪水(0.1%)調(diào)洪計算表時間入庫洪水流量時段平均入庫流量時段入庫水量下泄流量時段平均下泄流量時段下泄水量時段水量變化水庫存水容量水庫水位tQtqtVVZ(h)(m/s)(m/s)(萬m)(m/s)(m/s)(萬m)(萬m)(萬m)(m)(1)(2)(3)(4)(5)(6)(7)(8)(9)(10)05050.004652.28524.80173.0062.28173.0062.280.001296296.004652.28524.80488.00175.68477.41171

20、.873.812680658.814656.09524.85990.00356.40714.54257.2399.1731300770.264755.26525.391650.00594.00918.27330.58263.42420001066.285018.68526.842150.00774.001248.61449.50324.50523001430.945343.18528.622200.00792.001560.33561.72230.28621001689.725573.46529.891925.00693.001730.89623.1269.88717501772.055643

21、.34530.231465.00527.401718.81618.77-91.37811801665.575551.97529.771037.50373.501559.90561.57-188.0798951454.235363.91528.74856.00308.161353.58487.29-179935184.78527.75763.00274.681170.50421.38-146.70117091088.085038.08526.95657.50236.701015.63365.63-128.9312606943.194909.15526.24577.502

22、07.90881.66317.40-109.5013549820.144799.65525.64513.00184.68768.46276.65-91.9714477716.794707.68525.13458.50165.06595.40214.34-49.2815440474.004658.40524.80427.00153.72444.00159.84-6.1216414414.004652.28524.80399.50143.82399.50143.820.0017385385.004652.28524.80368.00132.48368.00132.480.0018351351.00

23、4652.28524.80335.50120.78335.50120.780.0019320320.004652.28524.80303.00109.08303.00109.080.0020286286.004652.28524.80271.5097.74271.5097.740.0021257257.004652.28524.80248.5089.46248.5089.460.0022240240.004652.28524.80233.0083.88233.0083.880.0023226226.004652.28524.80219.0078.84219.0078.840.002421221

24、2.004652.28524.80在表七中，t=16h后水庫水位將小于防洪限制水位524.8m，所以不需再進行調(diào)洪，只需操作閘門將庫水位控制在防洪限制水位即可。3、繪制調(diào)洪曲線利用表三中第(1)、(2)、(5)三欄的數(shù)據(jù)繪制成Qt，qt關(guān)系曲線，如圖十一所示。然后利用表三中(1)、(10)兩欄的數(shù)據(jù)繪制成Zt關(guān)系曲線，如圖十二所示。查圖十一與圖十二可知，最大下泄流量qm發(fā)生在t=6.8h時刻，正好是qt曲線與Qt曲線的交點，即為所求。qm=1772m/s，Zm=530.23m。B、半圖解法1、計算并繪制單輔助線計算中V取溢洪道堰頂以上庫容，計算時段取t=1h。計算過程見表八。表八：某水庫q=f

25、()輔助曲線計算表(P=0.1%)水庫水位Z總庫容V總堰頂以上庫容Vq(萬m)(萬m)(萬m)(m/s)(m/s)(m/s)(m/s)(1)(2)(3)(4)(5)(6)(7)5193756.82 0.00 0.00 0.00 0.00 0.00 5203895.70 138.88 385.78 46.95 23.47 409.25 5214053.32 296.50 823.61 132.78 66.39 890.00 5224210.94 454.12 1261.44 243.93 121.97 1383.41 5234368.56 611.74 1699.28 375.56 187.78

26、 1887.06 5244526.18 769.36 2137.11 524.86 262.43 2399.54 5254683.80 926.98 2574.94 689.95 344.97 2919.92 5264865.82 1109.00 3080.56 869.43 434.72 3515.27 5275047.84 1291.02 3586.17 1062.25 531.12 4117.29 5285229.86 1473.04 4091.78 1267.52 633.76 4725.54 5295411.88 1655.06 4597.39 1484.53 742.27 5339

27、.66 5305593.90 1837.08 5103.00 1712.69 856.35 5959.35 5315809.12 2052.30 5700.83 1951.47 975.73 6676.57 5326024.34 2267.52 6298.67 2200.42 1100.21 7398.87 5336239.56 2482.74 6896.50 2459.13 1229.57 8126.07 5346454.78 2697.96 7494.33 2727.26 1363.63 8857.96 5356670.00 2913.18 8092.17 3004.48 1502.24

28、9594.41 5366904.52 3147.70 8743.61 3290.51 1645.25 10388.87 5377139.04 3382.22 9395.06 3585.08 1792.54 11187.59 5387373.56 3616.74 10046.50 3887.95 1943.97 11990.47 5397608.08 3851.26 10697.94 4198.89 2099.45 12797.39 5407842.60 4085.78 11349.39 4517.71 2258.86 13608.25 利用表中第(5)、(7)兩欄相應(yīng)的數(shù)據(jù)繪制成單輔助線如圖十

29、三所示。2、調(diào)洪計算求qt過程和Zt過程調(diào)洪的起始條件與試算法相同，計算過程見表九。表九：水庫半圖解法調(diào)洪計算表(P=0.1%)時間t入庫流量Q時段平均入庫流量qZ(h)(m/s)(m/s)(m/s)(m/s)m(1)(2)(3)(4)(5)(6)05050.00524.80173.001296296.00524.80488.0026802825.00658.81524.81990.00313003156.19762.00525.351650.00420004044.191042.00526.722150.00523005152.191418.00528.562200.00621005934.191704.00529.961925.00717506155.191776.00530.251465.00811805844.191663.00529.761037.5098955218.691442.00528.68856.00108174632.691236.00527.67763.00